exhibit 1 specification - florida · use simpson strong-tie connectors (1-800-999-5099) where...

Specifications For: Indian Lake Ranger Station

Administration Office Building Marion County, Ocala, Florida

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EXHIBIT 1

SPECIFICATION

FOR

INDIAN LAKE RANGER STATION NE 40th AVENUE ROAD

OCALA, FLORIDA

ADMINISTRATION BUILDING

TIM UTECHT Architect - Planner – Consultant

3125 Conner Blvd. Tallahassee, Florida, 32399 Florida License: #AR91898

STATE OF FLORIDA FLORIDA DEPARTMENT OF AGRICULTURE & CONSUMER SERVICES ADAM PUTNAM, COMMISSIONER

FLORIDA FOREST SERVICE JAMES R. KARELS, DIRECTOR

FOREST LOGISTICS & SUPPORT BUREAU CONSTRUCTION SECTION 3125 CONNER BOULEVARD, TALLAHASSEE, FLORIDA 32399-1650



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INDEX to the SPECIFICATIONS ADMINISTRATION OFFICE BUILDING DIVISION 1 – GENERAL REQUIREMENTS

INDEX TO THE SPECIFICATIONS SECTION 01001 - Enumeration of Contract Documents Page 3 SECTION 01002 - Safety on Site Page 3 SECTION 01010 - Summary of the Work Page 3-4 SECTION 01012 – Code Review, FBC-B & FFPC-NFPA-101-Life Safety Code Page 4

DIVISION 2 – SITE WORK SECTION 02010 - Site Conditions Page 4-5 SECTION 02930 - Site Landscaping Page 05

DIVISION 3 – CONCRETE SECTION 03250 - Concrete Accessories Page 5 SECTION 03300 - Concrete Page 5

DIVISION 4 – MASONRY (Not Included) DIVISION 5 – METAL (Not Included) DIVISION 6 – CARPENTRY

SECTION 06050 - Fasteners & Adhesives Page 5 SECTION 06112 - Framing & Sheathing Page 5 SECTION 06193 - Plate Connected Wood Trusses Page 6 SECTION 06200 - Finish Carpentry Page 6

DIVISION 7 – THERMAL & MOISTURE PROTECTION SECTION 07460 - Soffits & Siding Page 6 SECTION 07611 - Custom Metal Roofing Page 6 SECTION 07620 - Sheet Metal Flashing & Trim Page 7

DIVISION 8 – DOORS & WINDOWS SECTION 08110 – Steel Doors & Frames Page 7-9 SECTION 08210 - Door Units Page 9 SECTION 08710 - Door Hardware Page 9 SECTION 08560 - Windows Page 9

DIVISION 9 – FINISHES SECTION 09300 - Floor Tile Page 9

DIVISION 10 – SPECIALITIES SECTION 10440 – Fire Extinguishers Page 9

DIVISION 11 – EQUIPMENT (Not Included) DIVISION 12 – FURNISHINGS (Not Included) DIVISION 13 – SPECIAL CONSTRUCTION (Not Included) DIVISION 14 – CONVEYING SYSTEMS (Not Included) DIVISION 15 – MECHANICAL (HVAC) & PLUMBING

SECTION 15400 - Plumbing Supply & Waste Page 10 SECTION 15410 - Plumbing Fixtures Page 10 SECTION 15700 - Mechanical (HVAC) Page 11

DIVISION 16 – ELECTRICAL SECTION 16010 - Electrical General Conditions Page 11-12



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DIVISION 01 – GENERAL REQUIREMENTS SECTION 01001 – ENUMERATION OF THE CONTRACT DOCUMENTS Administration Building Sheet Title Content 1 of 7 ------ COVER Index, Bldg Design Summery, Wind Load Criteria 2 of 7 A-1 Administration Building Floor Plan 3 of 7 A-2 Administration Building Ext. Elevations 4 of 7 A-3 Administration Building Typical Wall Sections & Details 5 of 7 S-1 Administration Building Foundation, Roof Framing, Wall Sections 6 of 7 S-2 Administration Building Roof Framing Plan 7 0f 7 E-1 Administration Bldg. Electrical Power & Lighting Plan, Risers & Details EXHIBITS AS A PART OF THE CONTRACT PERMIT DOCUMENTS: Exhibit “2” - Site Civil Engineering Plans & Specifications as prepared by, The Ash Group, Inc. Exhibit “3” – “Geotechnical Exploration” as prepared by FES Group, LLC. ATTACHMENTS TO: CONTRACTORS PERMIT DOCUMENTS

1. (FBC-B) Chapter 13, Energy Calculations – TO BE PROVIDED BY MECHANICAL SUB-CONTRACTOR 2. (NEC – General Branch-Circuit, Feeder & Service load calculation verification – TO BE PROVIDED BY

ELECTRICAL SUB-CONTRACTOR

SECTION 01002 - SAFETY ON SITE

Contractor shall give product safety information to all on site. Only qualified, experienced workers are to be used. Protect the public from the work with adequate barriers and signs. Protect the designated natural site features from the work with adequate barriers. Follow plans, specifications and all regulatory agency requirements. Do not leave nails or other objects on site. Clean up and remove all debris daily.

SECTION 01010 - SUMMARY OF THE WORK

1. Work shall consist Site Improvements and Construction of one (1) new structure as follows: a. Site work as directed by Civil Engineering documents provided by The Ash Group, Inc. b. Office Building (2145 sq. ft.) intended for general business administration activities and

field management services. 2. Work shall to be done in accordance with applicable federal, state & local laws, ordinances,

rules, regulations, codes, standards and manufactures recommendations. 3. Contractor shall verify dimensions and conditions prior to start of construction. 4. Contractor shall make no changes without prior approval of the architect. 5. Contractor shall notify the Florida Forest Service, Supervising Projects Administrator Joe

Bigsby, phone (850) 681-5841] in writing of any discrepancy or inconsistency that may require a clarification determination.

6. Contractor shall submit shop drawings, samples, etc., within 15 days of notice to proceed.



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(continued) 7. Contractor shall provide (3) three, properly identified to the project, 3-ring binders containing all

Manufacture equipment warranties, written guaranties, operating instructions, maintenance recommendations and all other Contractor and/or Sub-Contractor material and/or workmanship warranties or guaranties.

8. Manufactures listed are descriptive not restrictive: With prior written approval of the Owners Agent the Contractor may submit for approval products that meet or exceed the applicable specification.

SECTION 01012 – CODE REVIEW SUMMARIES 1. FLORIDA FIRE PREVENTION CODE - (2012 FFPC – 2012 NFPA 101) Review Summary

CODE ANALYSIS - 2. FLORIDA BUILDING CODE - (FBC-B) REVIEW SUMMARY

CHAPTER 3: USE AND OCCUPANCY CLASSIFICATION SECTION 304 – BUSINESS GROUP B

304.1 Business Group B (500) occupancy includes, among others, the use of a building or structure or a portion thereof, for office, professional service-type transactions, including storage of records and accounts.

. CHAPTER 6: TYPES OF CONSTRUCTION

SECTION 602 CONSTRUCTION CLASSIFICATION 602.1 General. Buildings shall be classified in one of the five construction types defined in Section 602.2 through 602.5. 602.5 Type V.

------- End of FBC-B Code Review ------ DIVISION 02 – BUILDING SITE WORK

SECTION 02010 – SITE CONDITIONS 1. Site will be finished to within one (1’-0”) foot of buildings finished floor elevations. See

FES Group. LLC report for geotechnical conditions. 2. Contractor shall provide clean compacted foundation fill as required. 3. Contractor shall provide final grading and landscape ground covering for prevention of

erosion within ten (10’-0”) feet of the new Administration building upon its completion. 4. Contractor is responsible for the repair of any disrupted or damaged areas of the

surrounding site that may be caused by contracted construction activities. SECTION 02930 – LANDSCAPING

1. Fencing, Erosion control and/or Civil Site work, see The Ash Group, Inc., documents.



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DIVISION 03 – CONCRETE SECTION 03250 – CONCRETE ACCESSORIES

1. Provide 5/8” Dia. Pro-bolts shall be embedded 6” min. into slab where indicated on foundation drawings.

2. See drawings for special anchoring requirements. 3. Provide #5 deformed reinforcing foundation steel in accordance with drawings. 4. Provide 3” min. cover for steel bars in concrete cast against earth. 5. Provide pipe sleeves for conduit and pipes where required by code. 6. Center 6x6 – W1.4 x W1.4 wire role and 6x6 - W2.8 x W2.8 wire matt in slabs. 7. Provide 6 mil polyethylene vapor barrier under slab: Lap joints 6” min.

SECTION 03300 – CONCRETE 1. Field Experience standard mix to 3,000 PSI at 28 days. Slump for footings 2-4”: for slab

on grade, 3-5”. 2. Float and trowel finish slab to receive floor covering. 3. Tolerance to 1/8” per 10’ (ft). Slope exterior paving from doors at 1/4” per foot.

DIVISION 4 – MASONRY (NOT INCLUDED) DIVISION 5 – METAL (NOT INCLUDED) DIVISION 6 - CARPENTRY SECTION 06050 – FASTENERS & ADHESIVES

1. Nails shall be stainless steel for Hardie-soffit material: see Plans for location. 2. See Florida Building Code and/or plans for nailing requirements for other products and

conditions. 3. All fasteners shall be hot-dipped galvanized or triple zinc coated. 4. Use Simpson strong-tie connectors (1-800-999-5099) where specified. 5. See the Florida Building Code, plans, specifications and/or manufacturer

recommendations for specific fastener and/or anchor types. SECTION 06112 – FRAMING & SHEATHING

1. Material to be S4S and grade stamped as per PS-20, latest edition. 2. Materials shall be No. 2 S.Y.P. for all plates, beams and headers. 3. Studs shall be No. 2 fir or western pine. 4. Lumber in contact with concrete or earth shall be pressure-treated with womanized -

hickson timber protection or other arsenic-free system. 5. 4” thick or less = 0.25 PCF retention, 4” thick or more = 0.40 CF retention. 6. Treat all field cuts with copper napthenate solution as per AWPA M4. 7. Nailing pattern for sheathing, roof and walls 5/8” OSB shall be 8b commons @ 4”0.C

edges and 12”O.C. interior.



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(Continued) SECTION 06193 – PLATE CONNECTED WOOD TRUSSES

1. Follow Truss Plate Institute “handling, installing and bracing trusses” ANSI/TPI 1-2014 handbook.

2. Manufacturer shall provide four (4) shop drawings signed and sealed by a Florida registered structural engineer for review.

3. Trusses shall be designed to meet site specific required wind loads and conditions. SECTION 06200 – FINISH CARPENTRY

1. Exterior corners, windows, soffits and other trim shall be James Hardie Co. and installed in accordance with manufacturer’s instructions.

DIVISION 7 – THERMAL & MOISTURE PROTECTION SECTION 07460 – SOFFITS AND SIDING

1. ¼” fiber-cement board by James Hardie Co. 2. Flame-spread rating = 0 3. Smoke-developed rating = 5 (ASTM E 84) min. to corner = 2” 4. Pre-drill for stainless steel 4D common nails, 1 ½” long 6” O.C. 5. Nailing edge distance = 3/8” min. 6. ¼” fiber-cement horizontal siding by James Hardie Co. to be installed in accordance with

manufacturer’s instructions. 7. Fascia shall be shall be James Hardie 1x6 (actual size of ¾”x 5 ½”) over a 2x sub-fascia

and the soffits shall be James Hardie perforated/vented ¼” soffit material. SECTION 07611 – CUSTOM METAL ROOFING

1. Metal roofing shall be seam-lock as manufactured by Semco, Inc. or approved equal. Roofing Panels shall meet the following specification: Application: Commercial Features: Mechanically seamed, concealed fastener panel Coverage: 16” wide panel coverage, 2” rib height Slope: Minimum ½” in 12 Substrate: 24 Ga. Galvalume steel sheet Finish Options: To be selected by Architect Warranty: 25 year panel, 40 year finish warranty

2. Fastenings shall be as recommended by the manufacturer. 3. Roof penetrations shall be flashed using “Dektite” or approved equal. 4. Accessories shall be manufactured by roofing manufacturer and shall include but not

necessarily limited to the following: a. Eave drips b. Gutter, c. Hips, d. Gable/rakes, e. Vented ridge



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(Continued) SECTION 07620 – SHEET METAL FLASHING & TRIM

1. Provide Flashing Cap at exterior Window, Door, & exposed horizontal James Hardie 10” trim as detailed.

DIVISION 8 – DOORS & WINDOWS

SECTION 08110 - STEEL DOORS AND FRAMES PART 1 GENERAL 1.1 SUBMITTALS

A. Product Data: Four (4) sets of manufacturer's data sheets and specifications. B. Shop Drawings: Include schedule identifying each unit, with door marks or numbers

referencing drawings. Show layout, profiles, product components and anchorages. C. Certificates: Product certificates signed by the manufacturer certifying material compliance

with ANSI A250.8, specified performance characteristics and criteria, and physical requirements.

D. Installation Instructions: Manufacturer's printed installation instructions. 1.2 QUALITY ASSURANCE

A. All products shall conform to the requirements of ANSI A250.8, "SDI 100 Recommended Specifications for Standard Steel Doors and Frames".

B. Acoustical Doors shall have a minimum Sound Transmission Classification (STC) Rating of 38.

C. Insulated Doors shall have: D. A "U Factor" of 0.13 for a Polystyrene core.

Door Assemblies", and UL 10C, "Positive Pressure Fire Tests of Door Assemblies". E. Doors must have an approved marking or physical label, applied in accordance with the

procedure set forth by an independent certification agency. 1.3 DELIVERY, STORAGE, AND HANDLING

A. Store all materials under cover. Avoid use of non-vented plastic or canvas shelters to prevent forming of humidity chambers that cause rust.

B. Provide 1/4 inch spacing between doors to provide air circulation. PART 2 PRODUCTS

2.1 MANUFACTURERS 2.2 Acceptable Manufacturer: Republic Doors and Frames or similar in design and construction. 2.3 MATERIALS

A. Uncoated Steel Sheet: Cold rolled commercial steel sheet complying with ASTM A 366/A 366M.

2.4 DOORS CONSTRUCTION A. Doors: Full flush, complying with ANSI A250.8; face panels laminated to core and complete

unit closed with steel perimeter channels projection welded to face sheets. 1. Thickness: 1-3/4 inches.

a. ANSI Level 3, Model 1; 16 gage faces, visible edge seams. 2. Faces: Full flush. 3. Face Material: Galvannealed steel sheet. 4. Insulated Doors: Insulated; U-value of 0.13, polystyrene core.

a. Core: Doors fabricated by laminating panels to a specified core and the complete unit closed with steel perimeter channels, projection welded to the face sheets. Core shall be expanded polystyrene core.



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5. Steel Stiffened Doors: Steel reinforced with minimum 22 gage hat shaped stiffeners welded to the inside of each face sheet at maximum of 6 inches on center, with mineral wool filling spaces between stiffeners.

B. Door Reinforcements: 1. Top and Bottom Channels: 16 gage steel, projection welded to both face sheets at a

maximum of 2-1/2 inched on center. a. For exterior Doors fill top channel with epoxy and grind smooth.

2. Hinge Reinforcement: Hinge reinforcing channel shall be projection welded to both face sheets at a maximum of 5 inches on center. a. 1-3/4 inch thick reinforced with continuous a 11 gage channel with 10 gage

reinforcements located at each hinge preparation. 3. Lock Reinforcing Channel: Continuous 16 gage channel, with tapped holes extruded

to 14 gage. Channel shall be welded to both face sheets at a maximum of 5 inches on center.

4. Closer Reinforcement: 12 gage box type reinforcement, 18 inches long. C. Acoustical Doors: Sound Transmission Classification (STC) Rating of 38 when tested

according to ASTM E 90. 2.5 FRAMES CONSTRUCTION

A. Frames: Formed steel sheet, with 2 inch wide face jambs and heads unless otherwise indicated; complying with ANSI A250.8. 1. Frame Depth: Adjustable within 2 inches of nominal depth. 2. ANSI Level 1 Doors: 18 gage frames. 3. ANSI Level 2 Doors: 16 gage frames. 4. Material: Galvannealed steel sheet. 5. Corners: Mitered; knockdown type. 6. Provide 3 silencers for single doors, 2 silencers on head of frame for pairs of doors. 7. Finish: Factory prime finish.

B. Reinforcements for 1-3/4 Inch Frames: 1. Hinge Reinforcements: 9 gage. 2. Strike Reinforcement: 10 gage. 3. Closer Reinforcements: 12 gage.

C. Frame Anchors: Minimum of six wall anchors and two base anchors.

(Continued) 2.6 FACTORY FINISH

A. All doors and frames shall be cleaned and finished in accordance with ANSI A250.10, "Test Procedure and Acceptance Criteria for Prime Painted Steel Surfaces for Steel Doors and Frames".

B. Preparation: Clean and phosphatize surfaces of steel doors and frames". C. Primer: Apply one coat of a gray, alkyd acrylic enamel primer, forced cured. D. Finish: Paint with alkyd acrylic enamel using a two-coat process, with each coat being force

cured after each coating. PART 3 EXECUTION 3.1 EXAMINATION

A. Before beginning installation, verify that substrate conditions previously installed are acceptable for installation of doors and frames in accordance with manufacturer's installation instructions and technical bulletins.

3.2 INSTALLATION A. Install frames plumb, level, rigid and in true alignment in accordance with ANSI A250.11,

"Recommended Erection Instructions for Steel Frames" and ANSI A115.IG, "Installation Guide for Doors and Hardware".



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B. All frames shall be fastened to the adjacent structure to retain their position and stability. Drywall slip-on frames shall be installed in prepared wall openings, and use pressure type and sill anchors to maintain stability.

C. Install fire-rated doors and frames in accordance with NFPA 80 and local code authority requirements.

D. Install doors to maintain alignment with frames to achieve maximum operational effectiveness and appearance. Adjust and shim to assure proper clearances.

E. Install hardware in accordance with the hardware manufacturer's recommendations and templates. ANSI A115.IG, "Installation Guide for Doors and Hardware" shall be consulted for other pertinent information.

3.3 CLEARANCES A. Clearance between the door and frame head and jambs for both single swing and pairs of

doors shall be 1/8 inch. B. Clearance between the meeting edges of pairs of doors shall be 3/16 inch plus or minus

1/16 inch. For fire rated applications, the clearance between the meeting edges of pairs of doors shall be 1/8 inch plus or minus 1/16 inch.

C. Bottom clearance shall be 3/4 inch. D. The clearance between the door face and door stop shall be 1/16 inch to 1/8 inch. E. All clearances shall be, unless otherwise specified, subject to a tolerance of plus or minus

1/32 inch. 3.4 ADJUSTING AND CLEANING

A. Adjust doors for free swing without binding. B. Adjust hinge sets, locksets, and other hardware. Lubricate using a suitable lubricant

compatible with door and frame coatings. C. Remove temporary coverings and protection of adjacent work areas. Repair or replace

damaged installed products. Clean installed products in accordance with manufacturer's instructions before owner's acceptance.

3.5 PROTECTION A. Protect installed products and finished surfaces from damage during construction.

SECTION 08210 – DOOR UNITS

1. Exterior insulated door and frame units shall be equal to Republic Doors & Frame a. 1-3/4” DL Series Embossed Insulated 16ga Doors & Frames package. See door schedule on plans for sizes.

SECTION 08710 – DOOR HARDWARE 1. Shall be equal to Schlage “D” series.

SECTION 08560 – WINDOWS 1. Windows shall be equal to Reliabuilt series 200 single hung, meeting

Florida Building Code 130 mph wind speed (3sec gust) conditions. DIVISION 9 – FINISHES SECTION 09300 – FLOOR TILE

1. Floor tile shall be 12”X 12” VCT. See drawings for complete finish schedules. DIVISION 10 – SPECIALITIES SECTION 10440 – FIRE EXTINGUISHERS

1. Fire Extinguishers shall be equal to Larsen’s model MP10, UL rating #A4-80B:C including standard wall bracket #546.

DIVISION 11 – EQUIPMENT (NOT INCLUDED)



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DIVISION 12, 13 & 14 (NOT INCLUDED) DIVISION 15 – MECHANICAL SECTION 15400 - PLUMBING SUPPLY & WASTE

1. Contractor shall connect to the site utilities, including water and sewer lines which will be stubbed-out by “others” within 10’-0” of the building.

2. Solid waste and vent pipe shall be PVC or CPVC plastic pipe conforming to the Florida Building Code, plumbing.

3. Solid waste pipe 3” and larger shall be sloped at a min. grade of 1/8” per foot. 4. Solid waste pipe smaller than 3” shall be sloped at a min. ¼” per foot. 5. Water supply inside buildings may be CPVC plastic piping or tubing. 6. Insulate all water piping installed above grade with 1” thick fiberglass sectional pipe

covering with an ASJ jacket. 7. All plumbing work shall be installed in strict accordance with the current applicable

“Florida Building Code, Plumbing” (FBC-P). 8. Piping installed above grade see hose bib thermal protection requirements.

SECTION 15410 - PLUMBING FIXTURES 1. General – Although Kohler and Elkay are listed as the standard of quality other equal

fixtures will be considered as manufactured by American Standard, Crane, or other established manufacturers.

2. All fixtures shall include drains, stops, faucets and other trim items required for proper installation and operation.

3. Water closet, elongated bowl, 1.28 gallons per flush. With elongated open front seat, seat cover, post hinges and flexible risers with stops.

4. Lavatory, vitreous china, Wall mount 18”x 22” Kohler with single lever faucet, pop-up waste, 17 gauge chromium plated 1 ¼” “P” trap, shroud and flexible riser with stops.

5. Kitchen sink, two compartment Elkay, 20 gauge stainless steel with 17 gauge 1 ½” “P” trap, continuous waste, dishwater tee, all C.P., strainers, flexible risers with stops, and single lever faucet with spray.

6. Hose bib with vacuum breaker, Woodford with ½” connection. 7. Water Heater – Ariston 3.85 gal. 120v electric point of use with vacuum relief valve, heat

trap, P & T relief valve and thermostatic expansion valve. See detail on plans for connection required.

a. Assembly shall meet ASHRA standard 90-1989, add 90.1B and UL standards.

b. Tank shall bear a 5 year warranty against defects in workmanship. 8. Contractor shall thoroughly clean all plumbing fixtures, remove all labels, and check

fixtures for proper operation prior to final building acceptance. 9. Provide operational, maintenance, and spare parts data for owner’s use for all items of

equipment and plumbing fixtures. Data shall be provided in triplicate in three ring binders and transmitted to owner at completion of project.



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SECTION 15700 - HVAC

1. Refrigerant Piping: Use type K hard drawn copper with silver soldered joints in accordance with ASHRAE standard #14.Insulate all piping subject to condensation with 3/8” wall flexible unicellular insulation slipped over piping with all joints sealed.

2. Ductwork: Rigid, in strict accordance with SMACNA Duct Construction standards, metal and flexible for a maximum of 0.5 total SP and a maximum velocity of 1000 feet/min. velocity.

3. Ductwork Insulation: Wrap all ductwork with a flexible fiberglass blanket having an installed “R” value or 6.0 or greater and a vapor barrier jacket. Seal all joints in vapor barrier.

4. Flexible Ductwork: Flexible ductwork used for run outs to ceiling diffusers shall be Class A, type1flexible air duct with an insulated jacket which has an installed “r” value of 6.0. Spin-in taps, provide spin in taps with air scoop and operable damper at all trunk duct connections to diffuser run outs. Connections shall conform to SMACNA standards.

5. Drain Piping: Provide ¾” schedule 40 PVC drain piping with solvent welded joints for evaporator drains. Trap drain piping and extend to an approved dry well located exterior of building.

6. Heat Pump Units: Furnish split system heat pump units with Minimum 8.2 HPSE, 14.5 SEER, & 12.0 EER rating. Units shall be furnished complete and shall include an extended five (5) Year compressor warranty. Acceptable units are Trane, American Standard, Bryant, Carrier or York.

7. Controls: Provide low voltage heating/cooling heat pump thermostat. Install control wiring in conduit and color code wiring. Thermostat shall have fan control and night setback feature.

8. Grilles and Diffusers: Grilles and diffusers are as scheduled on plans. Air guide is used as a basis of design and standard of quality.

9. Submittals: Contractor shall submit all items of equipment and materials for approval in quadruplicate prior to ordering or installing equipment or ductwork. See general sections for additional submittal requirements.

DIVISION 16 – ELECTRICAL SECTION 16010 - ELECTRICAL GENERAL CONDITIONS

1. The contractor shall notify the project manager and appropriate persons within local utilities 48 hours before commencement of any work, to verify location of existing below grade pipes, cables, poles, towers, and right of ways that could be hazardous to life, limb or health.

2. This contractor will be held solely responsible for any damage as stated above. 3. Provide all labor, materials and equipment for a complete and proper operating electrical

system as shown on drawings or specified herein. 4. All electrical work shall be in strict compliance with the National Electrical Code NFPA

70, ANSE, and Power Co. 5. All materials shall be new, free from defects and shall bear the “Underwriter’s

Laboratory” label.



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6. The contractor shall thoroughly investigate site before bidding. 7. WORKMANSHIP: All materials and equipment shall be installed in accordance with the

approved recommendation of the manufacturer and to conform to the contract documents subject to the approval of the project manager. The installation shall be accomplished by workmen skilled in the type work involved.

8. TEMPORARY POWER: This contractor shall make all necessary arrangements for temporary electrical construction power.

9. CONDUIT: Where required by local authority, wire shall run in conduit. Conduit shall be PVC.

10. CONDUCTORS: All conductors shall be copper. 11. DEVICES: Outlet, junction and switch boxes shall be code grade fiberglass. Switches

shall be single pole 120 volt, “quiet type”, code grade, grounded-color to be selected by project manager. Receptacles shall be code grade, grounded, color to be selected by the project manager.

12. GROUND FAULT INTERUPTER (GFI): Shall be duplex receptacle G.E. # TGTR115F or square “D”.

REPORT OF

GEOTECHNICAL EXPLORATION

FOR

NEW RANGERS STATION

NE 40th

RD and NE 70th

ST

OCALA, FLORIDA

Prepared for:

THE ASH GROUP

TAMPA, FL

Prepared by:

FES Group, LLC

FES GROUP Project No. SG15015

March 1, 2016

peacoct

Typewritten Text

EXHIBIT II

peacoct

Typewritten Text

peacoct

Typewritten Text

772 30th Avenue North St. Petersburg, Fl 33704

PH: 727-576-2000 FX: 727-576-2022

March 1, 2016 Mr. Richard Piccininni

The Ash Group, inc.

5802 Benjamin Center Drive

Suite 101

Tampa, FL 33634

Subject: Report of Geotechnical Exploration

Ranger Station

NE 40th

Road and NE 70th

Street

FES GROUP Project No. SG151076

Dear Mr. Piccininni: FES Group, LLC (FES Group) has completed the requested geotechnical exploration for the

above-referenced project. Our services were provided in general accordance with those outlined in

the agreement for professional services between The Ash Group Inc. and FES Group dated July

2, 2015. The results of the subsurface exploration have been evaluated and are presented in this

Report of Geotechnical Exploration.

This report presents a review of the project information provided to us, a description of the site and

subsurface conditions encountered as well as our foundation and earthwork recommendations for

the proposed building modification. The Appendices to the report contain site and boring location

figures, the results of our field and laboratory testing, and boring logs

F E S G r o u p Geotechnical Engineering Environmental Site Assessments Construction Materials Testing

Ranger Station August 13, 2015

Ocala, FL FES Group Job No. SG151076

772 30th Avenue North St. Petersburg, Fl 33704

PH: 727-576-2000 FX: 727-576-2022

We appreciate this opportunity to provide our services to The Ash Group Inc. and we look

forward to serving as your geotechnical consultant throughout this project. Should you have any

questions in regards to the information presented in this report, please do not hesitate to contact us

at your earliest convenience.

Sincerely,

FES GROUP, LLC

Jeffrey L. Prenatt Alan M. Levine Jeffrey L. Prenatt Alan M. Levine, P.E. President Project Engineer Florida Registration Number 70889

Table of Contents EXECUTIVE SUMMARY ................................................................................................................. 6 1.0 INTRODUCTION ......................................................................................................................... 8 2.0 PROJECT INFORMATION ......................................................................................................... 9

2.1 Project Description .................................................................................................................... 9 2.2 Site Location and Description ................................................................................................... 9

3.0 SUBSURFACE CONDITIONS .................................................................................................... 9 3.1 Typical Profile ........................................................................................................................... 9 3.2 Water Level Observations ....................................................................................................... 10

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION .......................................... 11 4.1 Geotechnical Considerations ................................................................................................... 11 4.2 Earthwork ................................................................................................................................ 11

4.2.1 Site Preparation................................................................................................................. 11 4.2.2 Engineered Fill Material Requirements ............................................................................ 12 4.2.4 Earthwork Construction Considerations ........................................................................... 13 4.2.5 Grading and Drainage ....................................................................................................... 14

4.3 Foundations ............................................................................................................................. 14 4.3.1 Foundation Design Recommendations ............................................................................. 14 4.3.2 Foundation Construction Considerations ......................................................................... 15

4.4 Floor Slab............................................................................................................................ 16

4.4.1 Floor Slab Design Recommendations .............................................................................. 16 4.4.2 Floor Slab Construction Considerations ........................................................................... 17

4.5 Pavements ................................................................................................................................ 17 4.5.1 Pavement Design Recommendations ............................................................................... 17 4.5.2 Pavement Sub-Base .......................................................................................................... 19 4.5.3 Asphaltic Concrete ........................................................................................................... 20 4.5.4 Rigid Concrete Pavement ................................................................................................. 20 4.5.5 Pavement Construction Considerations ............................................................................ 20

4.6 Seismic Site Class .................................................................................................................... 21 5.0 GENERAL COMMENTS ........................................................................................................... 21 APPENDIX Figure 1 General Vicinity Map Figure 2 Site Vicinity Map Figure 3 Test Boring Location Plan Figure 4 Topographic Map Figure 5 Aerial Photograph Soil Boring Logs

EXECUTIVE SUMMARY

A geotechnical investigation has been performed for the proposed Ranger Station to be located near NE

40th Road and NE 70th Street in Ocala, FL. Three (3) soil boring locations were located in the field and

drilled to depths of approximately 15 feet below the existing ground surface in the proposed building.

Based on the information obtained from our subsurface exploration, the site can be developed for the

proposed project. The following geotechnical considerations were identified:

Although buried utilities were not encountered within the proposed building pad location and adjacent

parking areas, a survey for underground utilities including gas, domestic water, electricity, telephone, and storm/sanitary sewer facilities is recommended.

Based on the soil borings, the subsurface soils generally consist of Fine Grained Sand to Clayey Sand.

Difficult excavation is not likely to be encountered based on the density of the in-situ soil. Further,

based on the available information about the site, subsurface formations requiring rock-type excavation operations (such as blasting and/or percussion hammers) are not likely to be encountered during construction. Please note determination of the actual equipment required is the responsibility of the contractor.

Based upon our evaluation and analyses, the native soils are capable of supporting the proposed

building foundation on shallow foundations with proper subgrade preparation as described in detail

in this report. The footings should be embedded such that the bearing surface is a minimum of 12-inches below the adjacent compacted grades on all sides. Based upon the anticipated design and

recommended site preparation, shallow foundations may be designed for a net maximum allowable

bearing pressure of 2,000 pounds per square foot (psf). Although no loads were provided, FES anticipates the loads will be light to moderate.

The soils excavated from foundation and/or utility areas are expected to predominately consist of Fine Sand to Clayey Sand. These soils are expected to require moderate manipulation for use as structural fill material.

Assuming proper site preparation and any necessary subgrade repair, total and differential settlement

should be within anticipated client/owner specifications.

As recorded immediately after drilling during the time of our subsurface exploration, and corroborated through a visual observation of the obtained soil samples, groundwater was encountered at a depth of 6 to 7 feet below grade during and after drilling operations. Due to the elevated level of groundwater, extra effort may be required for dewatering excavations. Difficulty may also arise if installing below grade equipment due to the shallow groundwater.

Close monitoring of the construction operations discussed herein will be critical in achieving the

design subgrade support. We therefore recommend that the FES GROUP, LLC be retained to monitor this portion of the work.

This summary should be used in conjunction with the entire report for design purposes. It should be

recognized that details were not included or fully developed in this section, and the report must be read in

its entirety for a comprehensive understanding of the items contained herein. The section titled

GENERAL COMMENTS should be read for an understanding of the report limitations.

Ranger Station March 1, 2016


1.0 INTRODUCTION

FES Group, LLC (FES Group) has completed a subsurface exploration for the proposed buildings

and pavement planned for the ranger station to be constructed near the intersection of NE 40th Road

and NE 70th Street in Ocala, FL.

The three (3) soil borings were advanced at the site to depths of approximately 15 feet below

existing grades. Boring logs and a Boring Location Plan are included within the appendix of this

report. This report describes the subsurface conditions encountered at the boring locations, presents

the test data, and provides geotechnical engineering recommendations regarding the following

items:

site preparation and earthwork design and construction of shallow footing foundations seismic site class



2.0 PROJECT INFORMATION

2.1 Project Description

ITEM DESCRIPTION Site layout See Figures 1-5 for location, Areal and Boring Location Diagram

Structures

The project will consist of the construction of a ranger station and pole barn to be supported by a shallow foundation.

Finished Floor Elevation Within approximately 1 foot of existing grades (assumed)

Maximum Loads

Not provided. Anticipated to be relatively light to moderate

Maximum Allowable Settlement 1-inch total & ¾ inch differential (estimated)

Grading Finished grades after construction are anticipated to be the same as the existing grades. (assumed)

2.2 Site Location and Description

ITEM DESCRIPTION

Location

Near the corner of NE 40th Road and NE 70th Street

Current Site Improvements The site is currently vacant.

Existing topography

The site is relatively level in the vicinity of the proposed structures

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

Subsurface conditions at each boring location are described on the individual boring logs in the Appendix of this report. The stratification boundaries shown on the boring logs represent the approximate depths where changes in material types occur. In-situ, transitions between material types can be more gradual. Approximately 8 to 10-inches of topsoil was encountered at the surface of the site. Below the surficial materials, fine grained sand was encountered followed by clayey sand. The SPT values measured within this soil stratum indicated these soils are of a loose to very firm relative density.



3.2 Water Level Observations

Groundwater was encountered during and immediately after drilling at depths of 6 to 7 feet below grade. Water levels may fluctuate due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed. Trapped or “perched” water could occur within existing fill and above lower permeability soil layers. Water level fluctuations and perched water should be considered when developing design and construction plans and specifications for the project. It should be noted that due to the elevated water levels encountered during the investigation, difficulty may be encountered dewatering excavations during construction. The water level may rise as the overburden is removed. Further, if below grade equipment is to be installed, difficulty may arise due to the elevated water levels. Permanent sump pumps and drainage around below grade equipment to be installed may be required. During site activities, Double Ring Infiltration Testing was performed in general accordance with ASTM D3385. Based on the results, the average infiltration rate was 19.2 inches per hour and the steady state infiltration rate was 18.3 inches per hour. The estimated seasonal high water table is 3.5 feet. The National Cooperative Soil Survey available on line from the USDA Natural Resource Conservation Service indicates that the depth to ground water at the site is greater than 200 cm (6.56 feet) below existing grade. The USDA defines “water table” as a saturated zone in the soil and is based on observations of the water table at selected sites and on evidence of a saturated zone.



4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

The soils observed in the borings are capable of supporting spread footing foundations following the subgrade preparation method described in the report, although there may be localized soil corrections required to improve lower density sands or to remove unsuitable soils and existing fill. Existing fill soils, if encountered, should be evaluated with a proofroll under the observation of an experienced Geotechnical Engineer to verify if the fill soil is suitable for the proposed construction loads. Although not encountered underground utilities may be present within or near the proposed construction area. If these utilities are to remain in place, we recommend that the backfill be tested by a representative of FES Group at the time of construction. If these utilities are to be relocated, the resulting trenches should be over excavated, backfilled, and tested in accordance with the recommendations in section 4.2 of this report. If the site elevation is to change, it is critical that the fill placement and compaction be properly documented by a qualified Geotechnical Engineer. Our recommendations for earthwork and the design and construction of footing foundations, floor slabs, and pavements for the proposed development are presented in the following sections.

4.2 Earthwork

Earthwork on the project should be observed and evaluated by FES Group. Recommendations for site preparation, excavation, subgrade preparation and placement of engineered fill for the project are provided in the following sections.

4.2.1 Site Preparation

If any existing foundations, walls, floor slabs, pavements, curbs and other existing improvements that are currently present within proposed construction areas are encountered during construction, they should be removed. Existing utilities that would interfere with proposed construction should be removed or relocated. An FES Group representative should observe excavations created by demolition/removal of existing improvements prior to placement of new fill. Where the new construction will overlap with currently landscaped areas, all vegetation, organic soils and any other unsuitable materials should be removed from proposed construction areas. Organic soils removed during site preparation could be utilized as fill for landscaped areas, but these materials should be stockpiled separately and not be used as fill beneath the proposed building or pavement areas. Following removal of any existing improvements and prior to placing new engineered fill, the exposed soils should be observed and tested by FES Group. A FES Group representative should observe proofrolling of the exposed soils. Proofrolling can be accomplished using a vibratory smooth drum roller. Areas that display excessive deflection (pumping) or rutting during proofroll operations should be improved by scarification and compaction or by removal and replacement with an approved gradation of crushed stone aggregate.



4.2.2 Engineered Fill Material Requirements

Engineered fill should meet the following material property requirements:

Fill Type 1 USCS Classification Acceptable Location for Placement

Cohesive CL, CL-ML Below/adjacent to foundations, slabs and pavements

Granular GW, GP, GM, GC SW, SP, SM, SC

Below/adjacent to foundations, slabs and pavements

Unsuitable CH, MH, OL, OH, PT Non-structural locations

1. Engineered fill should consist of approved materials that are free of organic matter and debris. Cohesive fill materials should have liquid limit less than 45 and a plasticity index less than 20; cohesive soils that do not meet these criteria should be considered “unsuitable.”

2. Frozen material should not be used, and fill should not be placed on a frozen subgrade. 3. A Sample of each material type should be submitted to FES Group for evaluation prior to use on this site. 4. Coarse grained fill materials with fines content exceeding 12% passing the No. 200 sieve, may be very water

sensitive and difficult to work with. The native soil at the site consists of a sand and clayey sand. This material may become unstable when exposed to excess moisture. Special care will likely be required to maintain the stability of the existing on site materials. In part, this can be accomplished by controlling the exposure to rain and maintaining the proper moisture content of the material. 4.2.3 Fill Placement and Compaction Requirements

Item Description

Fill Lift Thickness 9 inches or less in loose thickness when heavy, self-

propelled compaction equipment is used. 4 to 6 inches in loose thickness when hand-guided

equipment (i.e., a jumping jack or plate compactor) is used.

Minimum Compaction Requirement 1, 2

Below Foundations and Slabs-on-grade,

Areas to be Paved

95% of the material’s modified Proctor maximum dry density (ASTM D 1557). This level of compaction should extend beyond the edges of footings at least 8 inches for every foot of fill placed below the foundation base elevation.

Minimum Compaction Requirement 1, 2

Landscaped Areas

90% of the material’s modified Proctor maximum dry density (ASTM D 1557)

Moisture Content of Granular Material 3 Workable moisture levels

1. We recommend that each lift of fill be tested by FES Group for moisture content and compaction prior to the placement of additional fill or concrete. If the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.

2. If granular material is a coarse sand or gravel, is of a uniform size, or has a low fines content, compaction comparison to relative density (ASTM D 4253/4254) may be more appropriate. In this case, granular materials should be compacted to at least 60% relative density.



3. The gradation of a granular material affects its stability and the moisture content required for proper compaction. Moisture levels should be maintained to achieve compaction without bulking during placement or pumping when proofrolled.

4.2.4 Earthwork Construction Considerations

Excessive seepage may occur in excavations for this project as the overburden is removed (e.g., for

footing construction and utility installation). If seepage is encountered, the contractor is responsible for

employing appropriate dewatering methods to control seepage and facilitate construction. In our

experience, dewatering of excavations in sandy soils can typically be accomplished using sump pits

and pumps. However, a more extensive dewatering system may be required. Care should be taken to

avoid disturbance of prepared subgrades.

Unstable subgrade conditions could develop during general construction operations, particularly if the

soils are wetted and/or subjected to repetitive construction traffic.

New fill compacted above optimum moisture content or that accumulates water during construction can

also become disturbed under construction equipment. Construction traffic over the completed subgrade

should be avoided to the extent practical. If the subgrade becomes saturated, desiccated, or disturbed, the

affected materials should either be scarified and compacted or be removed and replaced. Subgrades

should be observed and tested by FES Group prior to construction of slabs and pavements.

As a minimum, excavations should be performed in general accordance with OSHA 29 CFR, Part 1926,

Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, state, and federal

safety regulations. The contractor should be aware that slope height, slope inclination, and excavation

depth should in no instance exceed those specified by these safety regulations. Flatter slopes than those

dictated by these regulations may be required depending upon the soil conditions encountered and other

external factors.

These regulations are strictly enforced and if they are not followed, the owner, contractor, and/or earthwork

and utility subcontractor could be liable and subject to substantial penalties. Under no circumstances

should the information provided in this report be interpreted to mean that FES Group is

responsible for construction site safety or the contractor’s activities. Construction site safety is the sole

responsibility of the contractor who shall also be solely responsible for the means, methods, and

sequencing of the construction operations.



4.2.5 Grading and Drainage

During construction, grades should be developed to direct surface water flow away from or around

the site. Exposed subgrades should be sloped to provide positive drainage so that saturation of

subgrades is avoided. Surface water should not be permitted to accumulate on the site.

Final grades should slope away from the building to promote rapid surface drainage. Accumulation of water

adjacent to the building could contribute to significant moisture increases in the subgrade soils and

subsequent softening/settlement. Roof drains should discharge into a storm sewer or several feet away from

the building.

4.3 Foundations

In our opinion, the proposed new building can be supported by conventional spread footing

foundations bearing on the existing subgrade soil or newly placed or properly compacted engineered fill.

Design recommendations for shallow foundations to support the proposed building are presented below.

4.3.1 Foundation Design Recommendations

DESCRIPTION VALUE Maximum net allowable bearing pressure(1) 2,000 psf

see note 3 & 4 below

Minimum embedment below finished grade

12 inches

Minimum footing widths Isolated footings: 30 inches

Continuous footings: 18 inches Approximate total settlement

2 1 inch Approximate differential settlement

2 1/2 to 2/3 of the total settlement 1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding

overburden pressure at the footing base elevation. This pressure assumes that any existing fill or lower strength soils, if encountered, will be undercut and replaced with engineered fill. Lateral loads were not available at the time the report was prepared and should be evaluated by the structural engineer.

2. Foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, the thickness of engineered fill, and the quality of the earthwork operations and footing construction.

3. The soil in the upper 4 to 6 feet of the site is loose in consistency and not capable of supporting the proposed foundation without unacceptable settlement. To achieve a net allowable bearing capacity of 2,000 psf, the soil needs to be removed to a depth of 2 footings widths below the bottom of the proposed footing design depth, or approximately a total of 5 feet below existing grade. After the material is removed, the exposed soil should be recompacted with a vibratory roller. Then the excavated material can be placed back in lifts and compacted in accordance with the requirements for fill described in this report. Further, the excavation should be widened at least 8-inches on either side of the proposed footing for each foot of soil removed below the footing design elevation.

4. FES understands that the finished floor elevation may be raised approximately one foot above the surrounding grades. If the finished floor elevation is raised, to achieve a net allowable bearing capacity of 2,000 psf, the soil needs to be removed to a depth of 2 footings widths below the bottom of the proposed footing design depth, or approximately a total of 4 feet below existing grade. After the material is removed, the exposed soil should be recompacted with a vibratory roller. Then the excavated material can be placed back in lifts and compacted in accordance with the requirements for



fill described in this report. Further, the excavation should be widened at least 8-inches on either side of the proposed footing for each foot of soil removed below the footing design elevation.

4.3.2 Foundation Construction Considerations

After issuing the initial report in August 2015, FES was provided with the project design drawings. FES

reviewed the structural drawings prepared for the project, dated November 15, 2015.

For the administrative building, footings are described on sheet S-1. The details on this sheet call for

footing depths to be between 12" and 24" below grade. The notes call for a bearing capacity of 1500 psf.

The soil at those depths noted on the plans is between 500 and 700 psf. To achieve the design bearing

capacity, it is necessary to remove 2 feet of soil below the bottom of the footing, compact the soil at the

bottom of the excavation and put the excavated soil back in 1 foot lifts and compact it in general

accordance with the requirements outlined in this report. If foundation is simply excavated to the design

bearing elevation and then compacted, there will likely be problems with total and differential settlement

because of the varying conditions and the loose soil in the upper 5 feet.

For the pole barn, the footings are described on Sheet S-1. FES did not see any notes on the bearing

design requirement but assumes it is the same as noted for the administrative building. There are 6

footing details, labeled A to F, with bearing varying design depths.

For piers / footings at approximately 4.5 feet below grade, the soil at the foundation excavation can likely

support a load of 500 psf but to get additional load bearing capacity, the exposed soil needs to be

recompacted. For the more shallow footings noted, the soil at those depths noted on the plans is between

500 and 700 psf. To achieve the design bearing capacity, it is necessary to remove 2 feet of soil below

the bottom of the footing, compact the soil at the bottom of the excavation and put the excavated soil

back in 1 foot lifts and compact it in general accordance with the requirements outlined in this report. If

foundation is simply excavated to the design bearing elevation and then compacted, there will likely be

problems with total and differential settlement because of the varying conditions and the loose soil in the

upper 5 feet.

The soils at the base of each footing excavation should be observed and tested by FES Group. The

excavation should be probed or otherwise sampled at each isolated spread footing and at regular intervals

along continuous footings. Additionally, the exposed soil should be recompacted prior to concrete

placement.



The base of each foundation excavation should be free of water and loose soil prior to placing concrete.

Concrete should be placed as soon after excavating as possible to reduce bearing soil disturbance. If the

soils at bearing level become excessively dry, disturbed, saturated, or frozen, the affected soil should be

removed prior to placing concrete. Placement of a lean concrete mud-mat over the bearing soils should

be considered if the excavations must remain open overnight or for an extended period of time.

Footings should bear directly on tested and approved native soils, properly compacted engineered fill, or

lean concrete. If existing fill or otherwise unsuitable soils are encountered at the design footing level, the

footing excavations should be extended deeper to reach suitable bearing materials. If lean concrete

backfill (minimum 28-day compressive strength of 1,500 psi) is used, we recommend the excavation be

widened approximately 6 inches on all sides.

Where engineered fill will be placed to support the footings following removal of unsuitable soils, the

excavations should be widened at least 8 inches beyond each footing edge for every foot of new fill

placed below the design footing base elevation. The over excavated depth should then be backfilled up to

the foundation base elevation with an approved granular fill material that is placed in lifts and compacted

to at least 95% of the material's modified Proctor maximum dry density. We recommend that backfill

materials consist of well-graded crushed stone. The recommended extents of the over excavation and

backfill procedure are illustrated in the following figure.

4.4 Floor Slab

4.4.1 Floor Slab Design Recommendations

ITEM DESCRIPTION

Floor slab support1,3

New engineered fill, native soil, or existing fill materials that have been prepared in accordance with section 4.2 and tested/approved by FES Group

Granular leveling course 2 4 inches of well-graded granular material

Modulus of subgrade reaction

100 pci for a soil subgrade prepared as recommended in this report Note: a value of 150 pci can be used at the top of the compacted granular leveling course

1. Floor slabs should be structurally independent of building footings and walls supported on the footings to reduce the potential for floor slab cracking caused by differential movements between the slab and foundation. Alternatively, a monolithic slab may also be utilized if properly designed by the structural engineer of record.

2. The floor slab should be placed on a leveling course comprised of well-graded granular material compacted to at least 95% of the material’s modified Proctor maximum dry density (ASTM D 1557). The



native soils consist of sand to clayey sand and may be suitable to provide capillary break in place of the granular leveling course noted above.

3. Due to the potential to disturb the existing soils during construction, it may be necessary following a proof roll test to re-compact the existing subgrade soils prior to construction of the slab. Failure to re-compact the material may result in unacceptable settlement of the slab.

Joints should be constructed at regular intervals as recommended by the American Concrete Institute (ACI)

to help control the location of cracking. It should be understood that differential settlement between the floor

slabs and foundations could occur.

If moisture vapor transmission through the concrete slab is a concern, a vapor barrier should be used. The

need for, and placement of, the vapor barrier should be determined by the architect or slab designer based on

the proposed floor covering treatment, building function, concrete properties, placement techniques, and

construction schedule. For further guidance concerning the use of a vapor barrier system, refer to Sections

302 and 360 of the American Concrete Institute (ACI) Manual of Concrete Practice.

4.4.2 Floor Slab Construction Considerations

On most project sites, the site grading is generally accomplished early in the construction phase. However,

as construction proceeds, the subgrade may be disturbed by utility excavations, construction traffic,

desiccation, rainfall, etc. As a result, corrective action may be required prior to placement of the granular

leveling course and concrete.

FES Group should review the condition of the floor slab subgrades immediately prior to placement of the

granular leveling course and construction of the slabs. Particular attention should be paid to high traffic areas

that were rutted and disturbed earlier and to areas where backfilled trenches are located. Areas where

unsuitable conditions are located should be repaired by scarification/compaction or by removing the affected

material and replacing it with engineered fill.

It should be noted that the native soils near the existing ground surface are loose in consistency. Additional

compaction of the exposed soil may be required to minimize the potential for unacceptable settlement.

4.5 Pavements

4.5.1 Pavement Design Recommendations

Pavement thickness design is dependent upon:

the anticipated traffic conditions, subgrade and paving material characteristics, and climate conditions at the project site.



Specific information regarding anticipated vehicle types, axle loads and traffic volumes was not provided. In

developing our recommendations, we have considered that traffic will consist primarily of automobile traffic

and a limited number of delivery trucks and trash removal trucks.

FES understands that the access road and parking area for the new ranger station may consist of crushed

gravel or shells as opposed to a paved road and parking lot. Pavement recommendations are provided below

in case it is later decided to install pavement at the site. If the access road and parking area are to consist of

gravel or shells, the subgrade be proof roll tested with a smooth drum roller weight a minimum of 20-tons

prior to placement of stone or shells. This test will identify weak or loose soils. The sub-base, when

installed should be compacted in general accordance with the specifications for fill provided in this report.

The “Parking Areas” pavement section is for automobile traffic only. The “Drives” pavement section

considers a maximum of ten delivery trucks/trash collection trucks per week. If heavier vehicle types or

higher traffic volumes are expected, FES Group should review these recommendations.

Estimated minimum pavement sections for parking areas and drives are provided in the following table:

PAVEMENT AREA DESCRIPTION

Pavement support New engineered fill or existing fill materials that have been prepared in accordance with section 4.2 and tested/approved by FES Group

Sub-base / Granular leveling course 6 inches of well-graded granular material Portland cement concrete pavements are recommended for areas subject to repeated truck traffic, truck turning areas, and trash container pads. The trash container pad should be large enough to support the container and the tipping axle of the trash collection vehicle.

The pavement should be placed on a leveling course comprised of well-graded granular material

compacted to at least 95% of the material’s modified Proctor maximum dry density (ASTM D 1557). The

native soils consist of sand to clayey sand and may be suitable to provide capillary break in place of the

granular leveling course noted above.

It is important to note that no LBR tests were requested or performed during this subsurface exploration

program. It is recommended that during the pavement design phase, LBR testing be performed on the

natural subgrade materials and/or the proposed structural fill materials, as appropriate.

Crushed stone aggregate base material, although not required because of the granular soils present at the

site, if utilized should be compacted to 95 percent of its maximum dry density as determined by the



Standard Proctor Test. Crushed concrete should be graded in accordance with DOT Standard

Specifications.

The pavement sections provided in this report were developed based on local soil and climate conditions.

Asphalt, concrete and aggregate base course materials for pavements should conform to the applicable DOT

standard specifications. Concrete pavement should be air-entrained and have a minimum compressive

strength of 4,000 psi after 28 days of laboratory curing (ASTM C 31).

It should be noted that the native soils near the existing ground surface are loose in consistency. Additional

compaction of the exposed soil may be required to minimize the potential for unacceptable settlement.

4.5.2 Pavement Sub-Base

Base material should meet Department of Transportation requirements, including compaction to 95 percent

of the Modified Proctor maximum dry density (ASTM D1557. Traffic on the subgrade areas should be

avoided before the base is placed to avoid rutting.

Minimizing infiltration of water into the subgrade and rapid removal of subsurface water are essential for the

successful long-term performance of the pavement. Both the subgrade and the pavement surface should

have a minimum slope of one-quarter inch per foot to promote surface drainage. Edges of the pavement

should be provided a means of water outlet by extending the aggregate base course through to daylight or to

surface drainage features such as storm inlets.

As a guideline for pavement design, we recommend that the aggregate stone base, crushed concrete and soil

cement base materials be a minimum of six (6) inches thick under parking areas and eight (8) inches thick

under heavily-traveled driving aisles.

The pavement sections provided above assume that the subgrade soils will not experience significant

increases in moisture content. Paved areas should be sloped to provide rapid drainage of surface water and to

drain water away from the pavement edges. Water should not be allowed to accumulate on or adjacent to the

pavement, since this could saturate and soften the subgrade soils and subsequently accelerate pavement

deterioration. Periodic maintenance of the pavements will be required. Cracks should be sealed, and areas

exhibiting distress should be repaired promptly to help prevent further deterioration. Even with periodic

maintenance, some movement and related cracking may still occur and repairs may be required.



4.5.3 Asphaltic Concrete

The following pavement designs are based upon the design methods described in the AASHTO Guide for

Design of Pavement Structures 1993 published by the American Association of State Highway and

Transportation Officials (AASHTO).

Pavement

Duty

Recommended Pavement

Structural Section

Standard 1.5-Inch Surface Course Asphalt 2-Inch Binder Course Asphalt 6-Inch Aggregate Base Course

Heavy 2-Inch Surface Course Asphalt 2.5-Inch Binder Course Asphalt 8-Inch Aggregate Base Course

4.5.4 Rigid Concrete Pavement

As an alternate to the above referenced flexible pavement design, a rigid concrete pavement design could be

used. It is recommended that the rigid concrete pavement be designed to have a minimum flexural strength

of 550 psi at 28 days when tested in accordance with ASTM C-78. Based upon our experience, a minimum

thickness of five inches should be utilized for standard light duty applications and a minimum thickness of

six inches should be utilized for heavy-duty applications. We further recommend that a reinforcing steel

mat, preferably at least size No. 3 steel bars placed sixteen inches on center. However, the steel

reinforcement within the concrete pavement should be designed by the project Civil Engineer.

The table that follows summarizes the Average daily Traffic (ADIT) ratings for “light duty”, “medium duty”

and “heavy duty” pavement sections. It should be noted that the ADTT values include only two-axle, six-

tire trucks, and single or combination units with three axles or more (two-axle, four-tire trucks are excluded).

Pavement Duty

Pavement Structural Section

Subgrade

Support

Modulus of Rupture

Average Daily Truck

Traffic (ADTT)

Light 5” Concrete

12” Compacted Subgrade 4” Compacted Aggregate Base Low 550 0.8

Heavy 6” Concrete

12” Compacted Subgrade 4” Compacted Aggregate Base Low 550 130

4.5.5 Pavement Construction Considerations

Pavement subgrades should be prepared in accordance with the recommendations presented in Sections

4.1 and 4.2 of this report. Grading and paving are commonly performed by separate contractors and there is

often a time lapse between the end of grading operations and the commencement of paving. Subgrades



prepared early in the construction process may become disturbed by construction traffic. Non-uniform

subgrades often result in poor pavement performance and local failures relatively soon after pavements are

constructed.

Depending on the paving equipment used by the contractor, measures may be required to improve

subgrade strength to greater depths for support of heavily loaded concrete/asphalt trucks. Before paving,

pavement subgrades should be proofrolled in the presence of a FES Group representative. Proofrolling

should be accomplished with a loaded tandem-axle dump truck or smooth drum roller (minimum gross

weight of 20 tons) or other approved rubber-tired equipment providing an equivalent subgrade loading.

Proofrolling of the subgrade should help locate soft, yielding, or otherwise unsuitable soil at or just below

the exposed subgrade level. Unsuitable areas observed at this time should be improved by scarification and

compaction or be removed and replaced with engineered fill.

4.6 Seismic Site Class

Code Used Site Classification 2009 International Building Code (IBC) 1 E 2

1. In general accordance with the 2009 International Building Code, Table 1613.5.2. 2. The 2009 International Building Code requires a site soil profile determination extending a depth of 100 feet

for seismic site classification. The current scope requested does not include the required 100 foot soil profile determination. Borings for this report extended to a maximum depth of approximately 20 feet and this seismic site class assignment considers that at least stiff to very stiff clays continue below the maximum depth of the subsurface exploration. Additional exploration to greater depths could be considered to confirm the conditions below the current depth of exploration. Alternatively, a geophysical exploration could be utilized in order to attempt to justify a more favorable seismic site class.

5.0 GENERAL COMMENTS

FES Group should be retained to review the final design plans and specifications so comments can be made

regarding interpretation and implementation of our geotechnical recommendations in the design and

specifications. FES Group also should be retained to provide observation and testing services during grading,

excavation, foundation construction and other earth-related construction phases of the project. Support of

slabs and pavements on/above existing fill is discussed in this report. Even with the construction

observation/testing recommended in this report, a risk remains for the owner that unsuitable materials within

or buried by the fill will not be discovered. This may result in larger than normal settlement and damage to

slabs and pavements supported above existing fill, requiring additional maintenance. This risk cannot be

eliminated without removing the existing fill from below the building and pavement areas, but can be

reduced by thorough observation and testing as discussed herein.



The analysis and recommendations presented in this report are based upon the data obtained from the

borings performed at the indicated locations and from other information discussed in this report. This

report does not reflect variations that may occur between borings, across the site, or due to the modifying

effects of construction or weather. The nature and extent of such variations may not become evident

until during or after construction. If variations appear, we should be immediately notified so that

further evaluation and supplemental recommendations can be provided.

The scope of geotechnical services for this project does not include either specifically or by

implication any environmental or biological (e.g., mold, fungi, and bacteria) assessment of the site or

identification or prevention of pollutants, hazardous materials or conditions.

This report has been prepared for the exclusive use of our client for specific application to the project

discussed and has been prepared in accordance with generally accepted geotechnical engineering

practices. No warranties, either e xpress or implied, are intended or made. Site safety, excavation support,

and dewatering requirements are the responsibility of others. In the event that changes in the nature,

design, or location of the project as outlined in this report are planned, the conclusions and

recommendations contained in this report shall not be considered valid unless FES Group reviews the

changes and either verifies or modifies the conclusions of this report in writing.



Field Exploration Description

The boring locations were laid out at the site by the drill crew utilizing a site plan provided by the client.

Distances from existing site features and right angles for the boring locations were estimated

The locations and elevations of the borings should be considered accurate only to the degree implied by the

means and methods used to define them. The borings were drilled with a truck-mounted, rotary drill rig

using hollow stem augers to advance the boreholes. Soil samples were obtained using split-barrel sampling

procedures, in which a standard 2-inch (outside diameter) split-barrel sampling spoon is driven into the

ground with a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required

to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard

Penetration Test (SPT) resistance value. These values, also referred to as SPT N-values, are an indication of

soil strength and are provided on the boring logs at the depths of occurrence.

The samples were sealed and transported to the laboratory for testing and classification. The drill crew

prepared a field log of each boring. These logs included visual classifications of the materials encountered

during drilling and the driller’s interpretation of the subsurface conditions between samples. The boring logs

included with this report represent the engineer's interpretation of the field logs and include modifications

based on laboratory observation and tests of the samples.

APPENDIX

FIGURES

Scale: Not to Scale

N Figure 1. General Vicinity Map Source: Google Maps Web Site

prepared by

FES Group, LLC

Site Name: Ocala Ranger Station NE 40

th Rd and NE 70

th St

Ocala, FL

Project Number: SG151076

Subject

Site

Scale: Not to Scale

N Figure 2. Site Vicinity Map Source: Google Maps Web Site

prepared by

FES Group, LLC


th Rd and NE 70

th St

Ocala, FL


Subject

Site

Scale: Not to Scale

N Figure 3. Topographic Map Source:

USGS 7.5 Minute Topographic Map Quadrangle 1999

prepared by

FES Group, LLC


th Rd and NE 70

th St

Ocala, FL


Subject

Site

Scale: Not to Scale

N Figure 4. Aerial Photograph Source: Google Maps Web Site

prepared by

FES Group, LLC


th Rd and NE 70

th St

Ocala, FL


Subject

Site

BORING LOGS